Example of a Plan Vison Unit Development Engineering Plan...H 08/03/19 Final Engineering G 27/02/19 Council Changes F 20/11/18 Council Changes E 22/10/18 Council Changes Earthworks:

27 Eighth Street, AdamstownW/ (02) 40231266 M/ 0414 011 483

Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

En00

10/07/2018

917-6187

Unit Development

Engineering Drawing Index

Sheet Number Rev Sheet Name

En11 H Ground Floor Bracing Plan (Units 2 & 3)

En12 H First Floor Bracing Plan (Unit 1)

En13 H First Floor Bracing Plan (Units 2 & 3)

En14 H Waffle Pod Slab Details (Class M)

En15 H Bracing Details

En16 H Landscape Block Retaining Walls

En17 H Connection Details

En18 H Partiwall Detail

En19 H Typical Construction Details 3D

En20 H Typical Construction Sections

En21 H Typical Window Details

Engineering Drawing Index

Sheet Number Rev Sheet Name

En00 H Cover Sheet

En01 H Notes 1

En02 H Notes 2

En03 H Slab Plan (Unit 1)

En04 H Slab Plan (Units 2 & 3)

En05 H Retaining Wall Plan

En06 H First Floor Joist Layout (Unit 1)

En07 H First Floor Joist Layout (Units 2 & 3)

En08 H First Floor Roof Plan (Unit 1)

En09 H First Floor Roof Plan (Unit 2 & 3)

En10 H Ground Floor Bracing Plan (Unit 1)

Revision Schedule

Rev Date Description

H 08/03/19 Final Engineering

G 27/02/19 Council Changes

F 20/11/18 Council Changes

E 22/10/18 Council Changes

Murray PalmerBEng (Civil & Structural) Hons

Member No: 3798337 Senior Engineer


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A31 : 20

En01

10/07/2018

917-6187

Revision Schedule






Earthworks:1. The earthworks shall be carried out in accordance with the

geotechnical report and engineering specifications.2. The site shall be stripped a minimum depth of 150mm under pavements

and buildings to remove the top soil. Any remaining uncontrolled fill matter, organic material, refuse or roots shall be removed.

3. If a vibrating type roller is used, consideration shall be given to the effects on adjacent properties.

4. All filling shall be under the supervision of the project geotechnical engineer who shall provide compaction certificates to the engineer for approval.

Formwork:1. All workmanship and materials shall be in accordance with AS3610 &

AS3600, except where varied by the project documentation.2. The design certification and the performance of the formwork shall be

the responsibility of the contractor.3. During construction support propping shall be required where there are

loads from stacked materials, formwork and other supported slabs. Once the concrete has achieved its nominated 28 days strength, the imposed loads shall not exceed those given in the loading table.

4. With multistory construction, it is expected that support propping will extend a minimum of 3 levels below the slab being poured. Prop removal is to be programmed so as not to overstress previously cast floors and shall be submitted tot he engineer for approval.

5. The suspended slabs shall be propped until the 28 days strength has been achieved for the slabs. the formwork may be removed once 20 MPa strength has been achieved, however the slab will need to be back propped until 28 days strength has been achieved. No masonry or partition walls are to be constructed on suspended levels until all propping is removed.

6. All exposed corners shall have a 20mm chamfer UNO.7. All finished shall be in accordance with the architectural specification.

Foundation Maintenance :1. All soils are affected by water. Silts are weakened by water and some

sands can settle if heavily watered, but most problems arise on clay foundations. Clays swell and shrink due to changes in moisture content and the potential amount of the movement is implied in the site classification in Australian Standard AS2870, which is specified as follows:

2. All sites shall be maintained at essentially stable moisture conditions and extremes of wetting and drying prevented. This will require attention to the following.

3. Site drainage: The site shall be graded or drained so that water cannot pond against or near the house. The ground immediately adjacent to the house shall be graded to a uniform fall of 50mmminimum away from the house over the first meter. The subfloor space for the houses with suspended floors shall be graded or drained to prevent ponding. The site drainage requirements shall be maintained.

4. Gardens: The gardens shall not interfere with the drainage requirements or the subfloor ventilation and weep holes drainage requirements. Garden beds adjacent to the house should be avoided. Over watering of gardens close to the house shall be avoided.

5. Restrictions on trees / shrubs: Planting of trees shall be avoided near the footings of the house or neighboring house on reactive sites as they can cause damage due to drying the clay. To minimise the possibility of damage, tree planting should be restricted to a distance from the house of:- 1.50 x The mature height for Class E sites.- 1.00 x The mature height for Class H sites.- 0.75 x The mature height for Class M sites.

6. Where rows or groups of trees are involved, the distance from the building should be increased. Removal of trees from the site can also cause similar problems.

7. Repair of leaks: Leaks in plumbing, including stormwater and sewerage drainage should be repaired promptly.

A - Stable (Non-reactive)M - Moderatley ReactiveE - Extremely Reavtive

S - Slightly ReactiveH - Highly Reavtive

General Notes:1. These drawings shall be read in conjunction with the architectural and

other consultants drawings / specifications and with other such written instructions as may be issued during the construction. Any discrepancy shall be referred to the Engineer before commencing the work.

2. All dimensions are in millimeters, Unless noted otherwise.3. These drawings shall not be scaled, refer to dimensions given only or

refer to the Architectural drawings.4. All levels and setting out dimensions shown on the drawings shall be

checked on site prior to the commencement of work.5. During construction the structure shall be maintained in a stable

condition with no part being overstressed with temporary supports / bracing installed as required.

6. The engineer shall approve any proposed substitution prior to the commencement of works.

Permanent Metal Formwork:1. The permanent metal formwork shall be installed in accordance with

the manufacturers recommendations and shall NOT be substituted from the product specified without written approval from the engineer.

2. The permanent metal formwork shall be suitably propped.3. The permanent metal formwork shall not be spliced or joined midspan.4. The permanent metal formwork shall have a minimum end bearing of

50mm.5. The permanent metal formwork shall be fixed to the supporting

structure with spot welds or fasteners, there shall be a minimum of 1 fixing per sheet to the support each end adjacent to the side lap.

6. The permanent metal formwork may need to have the side lap fastened together midspan, this shall be carried out in accordance with the manufacturers specifications

Reinforced Concrete:1. workmanship and materials shall be in accordance with AS3600, except

where varied by the project documentation.2. Concrete quality shall be as follows

(Subject to Subgrade being satisfied) :

3. The engineer shall approve any admixtures to be used in the concrete mix.4. The clear concrete cover to all reinforcement shall be as follows UNO:

5. Cover to reinforcement shall be obtained by the use of approved bar chairs placed at maximum 750mm cts in each direction.

6. All concrete shall be mechanically vibrated and the vibrators SHALL NOT be used to spread the concrete.

7. Size of the concrete elements do not include thickness of the applied final finishes.

8. Approval shall be obtained from the engineer prior to the drilling of any holes or cutting in any chases other than those shown on the structural drawings.

9. Construction joints where not shown on the structural drawings shall be located in accordance with the engineers approval.

10. Curing of all concrete it to be achieved by keeping surfaces continuously wet for a period of 7 days (10 days in summer months), and prevention of loss of moisture for a total of 10 days followed by gradual drying out. Approved spray on compounds complying with AS3799 may be used provided that they do not interfere with the performance of the proposed floor finishes. Polythene sheeting or wet hessian may be used if protection from wind and traffic.

11. The suspended slabs shall be propped until 28 day strength has been achieved for slabs. The formwork may be removed once 20 MPa strength has been achieved, however the slab will need to be back propped until 28 days strength has been achieved. No masonry or partition walls are to be constructed on suspended levels until all propping is removed.

12. Conduits, pipes, etc. shall only be placed in the middle third of the slab depth and spaced at not less than 3 diameters. They shall no be placed within the cover of the reinforcement.

13. Reinforcement symbols: S - Denotes grade 250 S bars to AS1302N - Denotes grade 500 normal ductility deformed bars to AS4671R - Denotes grade 250 normal ductility round bars to AS4671SL - Denoted grade 500 low ductility square welded mesh to AS4671RL - Denoted grade 500 low ductility rectangular welded mesh to AS4671L - Denoted grade 500 low ductility trench welded mesh to AS4671.

14. Reinforcement is represented diagrammatically and is not necessarily shown in true projection.

15. Splices in reinforcement shall be made only in positions shown or otherwise approved by the engineer.

Element

Footings

Bored Piers & Pile Caps

Floor Slabs on Ground

Suspended Floor Slabs

Hollowcore Floor Slabs

Walls & Columns

Slump(mm)

Maximum Aggregate size (mm)

Cement Type

Strength 28 Days (MPa)

Admixture

Nor

mal

Por

tlan

d

Typ

e A

Cem

ent

Exposure Classification to

AS3600

A1

Against Formwork

Exterior Surface

Strength 28 Days (MPa)

Interior Surface

Against Ground

With no Membrane

With Membrane

A2

B1

B2

Masonry Piers

Retaining Walls

16. Laps and cogs shall be in accordance with AS3600 and not less than the below:

17. Site bending of deformed reinforcing bars shall be done without heating and using mechanical bending tools.

18. Welding of the reinforcement shall not be permitted unless shown on the structural drawings or approved by the engineer.

19. Joggles to the bar shall be 1 bar diameter over a length of 12 bar diameters.

20. Bundled bars shall be tied together at 30 bar diameter centers with 3 wraps of tie wire.

21. Mesh shall be lapped 2 transverse wires plus 25mm.

Minimum Splice LengthsN12 400mmN16 600mmN20 800mmN24 1100mmN28 1400mm

Minimum Overall Cog Lengths200mm225mm275mm325mm375mm

25mm Min

Min Overlap

Alternative Mesh Splice Detail:50mm Max

N10 at wire centres x 1200mm long

80 20 25 -

80 20 25 -

80 20 25 -

80 20 32 -

80 20 32 -

80 20 32 -

20 20 30 30 50

25 40 30 40 50

32 40 40

40 45 45

150 7-14 20 -

80 20 32 -

I hereby certify that the above mentioned works are structurally adequate for their intended purpose. This certification is limited to the structural elements detailed, and based on the works being carried out in accordance with these structural/civil plans. The structure has been designed in accordance with the following:

- AS/NZS 1170.0:2002: Structural design actions - General principles - AS/NZS 1170.1:2002: Structural design actions - Permanent, imposed & other actions - AS/NZS 1170.2:2011: Structural design actions - Wind actions - AS 4055-2012: Wind Loads For Housing - AS 4100-1998: Steel Structures - AS 1163-1991: Structural Steel Hollow Sections - AS/NZS 1111-1996: ISO Metric Hexagon Commercial Bolts & Screws - AS 3600-2009: Concrete Structures. - AS 3700-2011: Masonry Structures - AS 2870-2011: Residential slabs and footings – Construction - AS 1684-2010: Residential timber framed construction - AS 1720.1-2010: Timber Structures – Design Methods - AS 3959-2009: Construction of buildings in bushfire prone areas - Building Code of Australia (BCA)

All works to be carried out by a licensed builder in accordance with the current edition of the Building Code of Australia (BCA) and relevant Australian Standards for construction. Based on the above parameters, I hereby certify that the structural components are adequate under the imposed loading provided that they are constructed in accordance with the relevant Australian Standards. I certify that I am a qualified and practising Structural Engineer in accordance with the requirements of the Building Code of Australia and The Institution of Engineers, Australia.

Murray PalmerBEng (Civil & Structural) HonsMember No: 3798337 Senior Engineer

Vision Engineers27 Eighth Street Adamstown

W/ (02) 4954 2422 M/ 0414 011 [email protected]

www.visioneng.com.au


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A31 : 20

En02

10/07/2018

917-6187

Revision Schedule






Blockwork:1. All workmanship and materials shall be in accordance with AS3700.2. Reinforced concrete blockwork shall comply with the following, UNO:

- Blocks: Minimum 10 MPa unconfined compressive strength conforming to AS4455.- Mortar: 1.0 : 1.0 : 6.0 ratio of cement: Lime: Sand UNO.- Blocks shall be either 'H' or 'Double U' configuration.- Provide clean out holes at the base of the wall & rod core holes to remove excess mortar.- Core filling shall be 20 MPa concrete with maximum 10mm aggregate size with a maximum slump of 120 ±20mm- Minimum cover of 55mm from the outside of the blockwork.

3. Masonry retaining walls are to be back filled with either of the following material:- Coarse grained soil with low silt content- Residual Soil Containing Stones- Fine silty sand- Granular materials with low clay content

4. Vertical control joints shall be provided at max 8m centers. They shall be reinforced with N20-400 dowels 600mm long. One end shall be greased and capped.

5. No admixtures shall be used in the mortar mix or the core fill mix without prior written consent from the engineer.

Masonry:1. All workmanship and materials shall be in accordance with AS3700.2. The design strength of masonry shall be:

3. All masonry walls supporting concrete slabs and beams shall have a slip joint comprising of two layers of galvanized steel in between the concrete and masonry.

4. All masonry walls supporting or supported by concrete floors shall have vertical joints located to match and control / construction joints in the concrete.

5. Do not construct any masonry walls on suspended slabs until the slab formwork has been stripped and de-propped.

6. Non load bearing masonry walls shall be separated from concrete slab or beam above by 20mm thick compressible filler.

7. Provide vertical control joints at 6m maximum centers, and 4 meters maximum from corners in masonry walls, and between new and existing brickwork. The joint shall have expansion joint ties and suitably sealed with mastic sealant.

8. Masonry retaining walls are to be back filled with either of the following material:- Coarse grained soil with low silt content- Residual Soil Containing Stones- Fine silty sand- Granular materials with low clay content

Exposure Classification to AS3600

A1 / A2

B1

B2

Brick Compressive

Strength (MPa)

Brick Salt Resistance

Grade

Durability Classification

of Built in Components

Mortar Mix

GP Portland eCement Lime:

Sand

f'c(MPa)

20

20

20

General Purpose

Exposure

R3 (Galvanised)

R3 (Stainless)

1.0 : 1.0 : 6.0

1.0 : 1.0 : 6.0

1.0 : 0.5 : 4.5

2.8

2.8

2.8

Structural Steel:1. All workmanship and materials shall be in accordance with AS4100 and

AS/NZ4600.2. The structural design has been baised on the following steel grades, UNO:

- Hot rolled universal beams, columns, channels & angles: - Circular, square & rectangular hollow sections: - Cold formed open DuraGal profiles: - Cold formed lipped Cee & Zed Purlins:

3. The structural design has been based on MBPMA nominal size Cee & Zed lipped purlins.

4. Qualifications for welding procedures and personnel shall conform to Section 4 of AS 1554.1. Non destructive testing of welds shall include 100% visual inspection and additional testing as shown on the drawings.

5. All welds shall be 6mm continuous fillet type GP, UNO. All butt welds shall be complete penetration in accordance with AS1554.1, UNO.

6. Bolt Designation:- 4.6/S - Commercial bolts to AS 1111, snug tightened.- 8.8/S - High strength structural bolts to AS1562, snug tightened.- 8.8/TB - High strength structural bolts to AS1562, full tensioned bearing joint.- 8.8/TF - High strength structural bolts to AS1562, fully tensioned friction joint.

7. All bolts shall be M16 8.8/S, with a minimum of 2 bolts per connection UNO.8. Fin plates shall be a minimum of 10mm thick, grade 300PLUS steel, UNO.9. Concrete encased steel work shall be wrapped with SL62 mesh and shall

have a minimum 50mm of cover, UNO.10. Steelwork to be encased in concrete shall have the following surface

treatment, UNO:

11. Where sealed tube members are hot dipped galvanised, the fabricator shall provide drill holes as neccessary to allow gases to escape.

12. All transport and erection damage, site welds etc., shall be reinstalled to an equivalent finish to adjacent steelwork.

13. If steel beams and posts are designated to be galvanised, then end plates, cap plates, and base plates shall also be galvanised.

14. All nuts and bolts shall be galvanised or marine grade stainless steel.

300PLUSC350/C450LOC350/C450LOG550/G500/G450

Exposure Classification

to AS3600

Steelwork Protection Required

A1 / A2 Power tool clean to AS1627 Class 1, 1 Coat Alkyd Primer (Zinc Phosphate)

B1 Abrasive blast to AS1627 Class 2.5 1 Coat Inorganic Zinc Silicate

B2 Hot Dipped Galvanised to AS1650

Timber:1. All workmanship and materials shall be in accordance with AS1684 and

AS1720.2. AS1684 shall be applied to domestic construction in sheltered

locations.3. Softwood to be a minimum of F7 MGP10 and hardwood to be a minimum

of F17 UNO.4. External timber shall be either hardwood durability class 1 or 2 as per

AS1720 or impregnated pine grade F7 MGP10. pressure treated to AS1604 and re-dried prior to use. Supplementary treatment shall be applied to all cut surfaces.

5. Two (2) copies of timber truss shop drawings shall be submitted to the engineer for approval, clearly indicating design loads and point loads applied to the structure.

6. All bolts in timber construction shall be M16 4.6/S UNO. Washers under heads and nuts shall be at least 2.5 times the bolt diameter.

7. All timber joints and notches shall be a minimum on 100mm away from loose knots, severe sloping grain, gum veins or other minor defects.

Ar03

Sec 1

3-11TM trimmer bars, 2000mm long at all internal edges of slab as shown

85 thick slab, SL82 (t) 30 cover, over 1090mm x 1090mm pods, Typical internally

Ar03

Sec 2

EB1

EB

2

Cut

Fill

CutFill

CutFill

Proposed 400mm diameter piers founded 1800 onto bedrock, refer geotechnical report for approximate depths. Note cutting and filling

will vary depths noted in report (typical)

EB

1

EB

1

EB1

SDB1

SD

B1

EB1

1090

1090 1090 1090

1090

1090 1090 78810

90

1090

1090

1010

900

1010

860

1090 800 788590

150

7000

150

7300

1350 8288 150

150

3710

3290

150

9788

150

1150

2560

150

3290

1300

1830

836

836 864 5950 1988 150

850

900

EB1

EB1

EB3

EB

3

110 thick slab, SL82 (t) 30 cover, for tank

VISION ENGINEERS FOOTING INSPECTIONS ARE REQUIRED:

1. Piers and trenches prior to reinforcing2. All steel reinforcement prior to pouring concrete

Contact Vision Engineers minimum 48 hours prior to organise inspections.

Widen footing locally to 450 SQ for post location over as shown

SF1

SF1

Ex01

Footpath Cross Section 02

Ex01

Footpath Cross Section 01

22

5

400

Brick pier locations, shown indicatively. Reinforce all brik piers with N12 vertical bars, embedded min 300 into the SF1 strip footing




Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En03

10/07/2018

917-6187

Unit Development

1 : 100

Slab Plan (Unit 1)

BUILDERS NOTE :

Use Dimensions in preference to scale. Site verify all dimensions before ordering Materials. Footings information shown on these plans may have to be changed if Builders site excavations reveal non-virgin ground. Consultation of Plan Vision Australia Pty Ltd would then be necessary to determine the required changes.Materials are under no circumstances to be ordered direct off plans.Materials to be ordered are only to be ordered from a Builders or applicable product manufacturers seperate site confirmed Materials list. Plans are not intended to be the absolute medium for construction information accuracy due to site discrepencies. See schedule of specifications for further details.

SURVEY NOTE :

Boundary dimensions are assumed only and taken from site information, others or owners information. Confirm boundaries before commencement of construction.Full project specific detailed survey plans have not been supplied to Plan Vision for planning purposes. See schedule of specifications for details.

'M'

N2 (W33N) (Assumed)Wind Class:

Soil Class: (Assumed)

General Notes1. Bracing and tie-down details to the engineers details and AS1684.22. All timber and steel to be installed and treated to the manufacturers specifications, expecially for any exterior applications3. All white ant protection to be strictly within the guidelines of AS3660 and installed by a qualified licenced pest control consultant

NORTH

22.10.18 Council Changes



08.03.19 Final Engineering

Ar03

Sec 5

Ar03

Sec 3

1090

1090

1210

1010

1090

968

590 1090 1090 1090 1090

790

788

1010

109010901090

810

1010

900

370

968

1010

900

1090

1010

1090

1090

1090 1090 1090 1090 1090 1090 1090 788

900

850

150

3710

3448

3648

419

015

0

150

715

87838

150

15295

5950 1988 150

1700 8088

1350 8288 150

150 9488 150

9788

836 874 5950 1988 150

150 9498 150

1350 8298 150

9798

150

3710

3448

3648

419

015

0

1350

2510

150

1350

1780

836

3342

3498

1550

2790

150

15295

Proposed 400mm diameter piers founded 1800 onto bedrock, refer geotechnical report for approximate depths. Note cutting and filling

will vary depths noted in report (typical)

EB

3

EB

1

SDB1

EB

3

SD

B1

SD

B1

SDB1

EB3 EB1

EB1

EB1

EB

1E

B1

EB1

EB

1

SD

B1

SDB1

SDB1

SD

B1

PW1 PW1E

B3

EB

3

EB3

EB

1

Cut

Fill

Cut

Fill

Cut

Fill

110 thick slab, SL82 (t) 30 cover, for tank

Widen footing locally for post location over as shown

VISION ENGINEERS FOOTING

INSPECTIONS ARE REQUIRED:

1. Piers and trenches prior to reinforcing2. All steel reinforcement prior to

pouring concrete

Contact Vision Engineers minimum 48 hours prior to organise inspections.

410




Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En04

10/07/2018

917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'




NORTH

1 : 100

Slab Plan (Units 2 & 3)





11900

11700

11400

1140011315

11615

11815

11815

11615

11815

11315

Unit 3FFL 11900

Unit 3 GarageFFL 11815


Unit 2FFL 11700


Unit 1FFL 11400

Batter up to natural ground

Driveway crossfall as to driveway sections.

Batter from driveway edge to boundary






Batter down to natural ground

Timber slat fence between courtyards

Timber slat fence between courtyards

Unit 1 Courtyard

Unit 2 Courtyard

Unit 3 Courtyard

Courtyard level to retaining wall




Visitor Carpark

Retaining wall 0 high


34225

200

200

2801



200







Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En05

10/07/2018

917-6187

Unit Development

1 : 200

Retaining Wall Plan

BUILDERS NOTE :


SURVEY NOTE :


'M'



NORTH





Ar03

Sec 1

Proposed beam connection (see detail)

FJ

101

9788

Ar03

Sec 2

S1 S1L101

S1

S1 S1S1S1S1

S1

S1L102

L103 L104 L105

C1C1

L10

6

P1

B102

P2

S2S2

B103

B10

4FJ

101

R10

1

1200

S1

S1S1 L105

B10

5

S1S1

S1

S1

L10

7

L107

Lintel L107 shall have tie-downs as per AS1684.2 Table 9.20(A) - 4 nails each end (typical)

S1S1

S1S1

S1S1

B10

1

StudsStudsPostPost

ColumnBeamBeamBeamBeamBeamLintelLintelLintelLintelLintelLintelLintel

Floor JoistRafter

2/90 x 45 MGP10/F7, Nail laminated3/90 x 45 MGP10/F7, Nail laminated90 x 90 F7 K/D T/Pine OR 100 x 100 F11 Hardwood100 x 100 F11 Hardwood89 SHS 3.5, HDG or Inorganic Zinc Coating300 x 45 HYSPAN LVL140 x 45 MGP10 H3 (if not fully clad)300 x 45 HYSPAN LVL2/300 x 45 HYSPAN LVL, Nail laminated300 x 45 HYSPAN LVL200 x 63 HYSPAN LVLMin. 120 x 45 MGP10 200 x 63 HYSPAN LVL2/300 x 45 HYSPAN LVL200 x 63 HYSPAN LVL180 PFC + 200 x 10 Base PL, HDG or Inorganic Zinc Coating140 x 45 MGP10HYJOIST HJ30045 @ Max 600 cts (450 cts for wet areas)90 x 45 MGP10 @ Max 900 cts

S1S2P1P2C1

B101B102B103B104B105L101L102L103L104L105L106L107

FJ101R101

Member Description Size

Member Schedule (First Floor Joist) - Unit 1




Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En06

10/07/2018

917-6187

Unit Development

1 : 100

First Floor Joist Layout Plan (Unit 1)

BUILDERS NOTE :


SURVEY NOTE :


'M'



General Notes1. Bracing and tie-down details to the engineers details and AS1684.22. All timber and steel to be installed and treated to the manufacturers specifications, expecially for any exterior applications3. All white ant protection to be strictly within the guidelines of AS3660 and installed by a qualified licenced pest control consultantNORTH





For all lintels in non-loadbearing walls, the fixings shall be nominal as per AS1684.2 Table 9.4

Tie-downs for lintels supporting sheet roof (AS1684.2 Table 9.20)

RLWUp to 1200 Up to 1800 Up to 2400 Up to 3000 Up to 3600

3000

4500

9.20(A) - 4 Nails

9.20(A) - 4 Nails

9.20(A) - 4 Nails

9.20(A) - 6 Nails

9.20(A) - 6 Nails

9.20(A) - 4 Nails

9.20(A) - 6 Nails

9.20(A) - 6 Nails

9.20(A) - 4 Nails

9.20(A) - 6 Nails

Minimum size for non-loadbearing lintels

Timber grade

MGP10/F7

Hyspan

Smart LVL 15

Span

Up to 1200 Up to 1800 Up to 2400 Up to 3000

90 x 45

95 x 36

90 x 42

90 x 45

95 x 45

120 x 35

120 x 45

130 x 36

120 x 35

190 x 45

130 x 45

130 x 58

Up to 3600

190 x 45

170 x 45

170 x 58

Minimum size for lintels supporting sheet roof up to 3m RLW (N1/N2)

Timber grade

MGP10/F7

Hyspan

Smart LVL 15

Span


2/90 x 45

95 x 45

120 x 35

140 x 35

130 x 45

120 x 35

190 x 35

150 x 45

150 x 42

240 x 35

200 x 45

170 x 42

Up to 3600

2/240 x 35

240 x 45

240 x 42

Minimum size for lintels supporting sheet roof up to 4.5m RLW (N1/N2)

Timber grade

MGP10/F7

Hyspan

Smart LVL 15

Span


120 x 45

90 x 45

120 x 35

190 x 35

130 x 45

130 x 42

190 x 45

150 x 63

150 x 42

240 x45

200 x 63

200 x 58

Up to 3600

2/240 x 45

240 x 63

240 x 58



Ar03

Sec 4

Ar03

Sec 5

Ar03

Sec 3

S1

S2S2 S1

P1

S1

S2

S2

C2C2

C2C2

P1

P2

L301

B302

B303

B30

4

L301

L302 L303

L30

4

B305 C1 L306

S1S1

L307

S1S1

L307

S1S1

L307

L30

5

8598

FJ

301

FJ

301

1200

R30

1

C3C1

S2

FJ302

FJ

30

2

B30

6

B307 B308

B30

9

B3

10Roof trusses over. Roof trusses,roof bracing and tie downs to themanufacturers specifications andAS1684.

S1

B30

0

S1S1

S1S1

S1

B3

01

S1S1

S1

S1

C1

C3

B313

FJ

302

A

4860

2980

FJ

30

2

Load bearing wall

C3

FJ

302

2807B313

S1 S1L308

B311 B312

Fix B309 to B307 using PRYDA split joist hanger, fixings as per manufacturer's specifications

S2

S1

SC1

ColumnColumnColumn

Stub ColumnStudsStudsPostPostBeamBeamBeamBeamBeamBeamBeamBeamBeamBeamBeamBeamBeamBeamLintelLintelLintelLintelLintelLintelLintelLintel

Floor JoistFloor JoistFloor Joist

Rafter

89 x 89 x 3.5 SHS, HDG or Inorganic Zinc Coating180 PFC, HDG or Inorganic Zinc Coating89 x 89 x 5.0 SHS, HDG or Inorganic Zinc Coating75 x 75 x 4.0 SHS, HDG or Inorganic Zinc Coating2/90 x 45 MGP10/F7, Nail laminated3/90 x 45 MGP10/F7, Nail laminated90 x 90 F7 K/D T/Pine OR 100 x 100 F11 Hardwood100 x 100 F11 Hardwood300 x 45 HYSPAN LVL300 x 45 HYSPAN LVL140 x 45 MGP10 H3 300 x 45 HYSPAN LVL2/300 x 45 HYSPAN LVL, Nail laminated140 x 45 MGP10 H3 140 x 45 MGP10 H3 2/300 x 45 HYSPAN LVL, Nail laminated250 PFC, HDG or Inorganic Zinc Coating300 x 45 HYSPAN LVL310 UB 32, HDG or Inorganic Zinc Coating2/360 x 45 HYSPAN LVL, Nail laminated250 PFC, HDG or Inorganic Zinc Coating2/360 x 45 HYSPAN LVL, Nail laminated200 x 63 HYSPAN LVL2/300 x 45 HYSPAN LVL, Nail laminated240 x 63 HYSPAN LVL200 PFC + 200 x 10 PL, HDG or Inorganic Zinc Coating200 PFC + 200 x 10 PL, HDG or Inorganic Zinc Coating180 PFC, HDG or Inorganic Zinc CoatingRefer typical lintel tables for sizes200 x 63 HYSPAN LVLHYJOIST HJ30045 @ Max 600 ctsHYJOIST HJ30090 @ Max 600 ctsHYJOIST HJ30090 @ Max 450 cts (for wet areas)90 x 45 MGP10 @ Max 900 cts

C1C2C3SC1S1S2P1P2

B300B301B302B303B304B305B306B307B308B309B310B311B312B313L301L302L303L304L305L306L307L308FJ301FJ302

FJ302AR301


Member Schedule (First Floor Joist) - Units 2 & 3


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En07

10/07/2018

917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'



NORTH

1 : 100

First Floor Joist Layout Plan (Units 2 & 3)






Ar03

Sec 1

Ar03

Sec 2

L1

S1

SG

-185

5

S1 S1 S1 S1

S1S1

S1

L2

TG

-230

0

TG

-230

0MG



StudsLintelLintel

2/90 x 45 MGP10/F7, Nail laminated240 x 45 HYSPAN LVL (supports Girder Truss)140 x 45 MGP10

S1L1L2


Member Schedule (First Floor Roof) (Unit 1)


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En08

10/07/2018

917-6187

Unit Development

1 : 100

First Floor Roof Plan (Unit 1)

BUILDERS NOTE :


SURVEY NOTE :


'M'




NORTH

Single / Upper Storey Lintel (Design wind speed N1/N2) -Sheet Roof with RLW 4501mm up to 6000mm

SpanTimber grade

Up to 1200 Up to 1800 Up to 2400 Up to 3000 Up to 3600

MGP10

Hyspan LVL13

Smart LVL15

Jamb Studs

190 x 45

130 x 45

130 x 42

A

2/190 x 45*

200 x 45

200 x 42

A

2/240 x 45*

240 x 45

240 x 42

B

2/290 x 45*

300 x 45

300 x 58

C

-

360 x 63

300 x 75

C

* - Denotes nail laminated together as per AS1684.2Jamb size studs above to be used up to a height of 2750mm

Single / Upper Storey Lintel (Design wind speed N1/N2) -Sheet Roof with RLW 6001mm upto 7500mm

SpanTimber grade


MGP10

Hyspan LVL13

Smart LVL15

Jamb Studs

190 x 45

130 x 45

130 x 42

A

2/190 x 45*

200 x 45

200 x 42

B

2/240 x 45*

240 x 45

240 x 58

B

2/290 x 45*

300 x 63

300 x 58

C

-

400 x 63

400 x 75

D


Jamb Stud Sizes

Jamb Studs A

2/90 x 35 MGP10

Jamb Studs D

2/90 x 63 Hyspan LVL13

Jamb Studs B

2/90 x 45 MGP10

Jamb Studs C

3/90 x 45 MGP10

Typical Sheet Roof Lintels, Jamb and Tie-down Details


SpanTimber grade


MGP10/F7

Hyspan LVL13

Smart LVL15

Jamb Studs

90 x 45

95 x 36

90 x 42

A

90 x 45

95 x 45

120 x 35

A

120 x 45

130 x 36

120 x 35

A

190 x 45

130 x 45

130 x 58

A

190 x 45

170 x 45

170 x 58

A

Jamb size studs above to be used up to a height of 2750mm

Single / Upper Storey Lintel (Design wind speed N1/N2) -Sheet Roof with RLW up to 3000mm

SpanTimber grade


MGP10/F7

Hyspan LVL13

Smart LVL15

Jamb Studs

2/90 x 45*

95 x 45

120 x 35

A

140 x 35

130 x 45

120 x 35

A

190 x 35

150 x 45

150 x 42

A

240 x 35

200 x 45

170 x 42

A

2/240 x 35*

240 x 45

240 x 42

B



SpanTimber grade


MGP10/F7

Hyspan LVL13

Smart LVL15

Jamb Studs

120 x 45

90 x 45

120 x 35

A

190 x 35

130 x 45

130 x 42

A

190 x 45

150 x 63

150 x 42

A

240 x 45

200 x 63

200 x 58

B

2/240 x 45*

240 x 63

240 x 58

B



Lintel SpanRLW

Up to 1200

Up to 3000

3001-4500

4501-6000

6001-7500


9.20(A) 4 nails

9.20(A) 4 nails

9.20(A) 4 nails

Up to 1800

9.20(A) 6 nails

Up to 2400

9.20(A) 6 nails

9.20(A) 4 nails 9.20(A) 4 nails 9.20(A) 6 nails

9.20(A) 6 nails

9.20(A) 6 nails

Up to 3000

9.20(A) 6 nails

9.20(A) 4 nails

Up to 3600

9.20(B) 4 nails

9.20(B) 6 nails

9.20(B) 6 nails 9.20(B) 6 nails

9.20(B) 6 nails 9.20(C) M12





Ar03

Sec 4

Ar03

Sec 5

Ar03

Sec 3

MG

L201

L202

S1S1

S1S1

S1

S1 S1

S1 S1

S1 S1S1

SG

-185

5

MT

G-2

00

0

MT

G-2

00

0

SG

-24

05

SG

-24

05



StudsLintelLintel

2/90 x 45 MGP10/F7, Nail laminated200 x 63 HYSPAN LVL (supports Girder Truss)140 x 45 MGP10

S1L201L202


Member Schedule (First Floor Roof) (Unit 2 & 3)


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En09

10/07/2018

917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'



NORTH

1 : 100

First Floor Roof Plan (Units 2 & 3)


SpanTimber grade


MGP10

Hyspan LVL13

Smart LVL15

Jamb Studs

190 x 45

130 x 45

130 x 42

A

2/190 x 45*

200 x 45

200 x 42

A

2/240 x 45*

240 x 45

240 x 42

B

2/290 x 45*

300 x 45

300 x 58

C

-

360 x 63

300 x 75

C


Single / Upper Storey Lintel (Design wind speed N1/N2) -Sheet Roof with RLW 6001mm upto 7500mm

SpanTimber grade


MGP10

Hyspan LVL13

Smart LVL15

Jamb Studs

190 x 45

130 x 45

130 x 42

A

2/190 x 45*

200 x 45

200 x 42

B

2/240 x 45*

240 x 45

240 x 58

B

2/290 x 45*

300 x 63

300 x 58

C

-

400 x 63

400 x 75

D


Jamb Stud Sizes

Jamb Studs A

2/90 x 35 MGP10

Jamb Studs D

2/90 x 63 Hyspan LVL13

Jamb Studs B

2/90 x 45 MGP10

Jamb Studs C

3/90 x 45 MGP10

Typical Sheet Roof Lintels, Jamb and Tie-down Details


SpanTimber grade


MGP10/F7

Hyspan LVL13

Smart LVL15

Jamb Studs

90 x 45

95 x 36

90 x 42

A

90 x 45

95 x 45

120 x 35

A

120 x 45

130 x 36

120 x 35

A

190 x 45

130 x 45

130 x 58

A

190 x 45

170 x 45

170 x 58

A

Jamb size studs above to be used up to a height of 2750mm

Single / Upper Storey Lintel (Design wind speed N1/N2) -Sheet Roof with RLW up to 3000mm

SpanTimber grade


MGP10/F7

Hyspan LVL13

Smart LVL15

Jamb Studs

2/90 x 45*

95 x 45

120 x 35

A

140 x 35

130 x 45

120 x 35

A

190 x 35

150 x 45

150 x 42

A

240 x 35

200 x 45

170 x 42

A

2/240 x 35*

240 x 45

240 x 42

B



SpanTimber grade


MGP10/F7

Hyspan LVL13

Smart LVL15

Jamb Studs

120 x 45

90 x 45

120 x 35

A

190 x 35

130 x 45

130 x 42

A

190 x 45

150 x 63

150 x 42

A

240 x 45

200 x 63

200 x 58

B

2/240 x 45*

240 x 63

240 x 58

B



Lintel SpanRLW

Up to 1200

Up to 3000

3001-4500

4501-6000

6001-7500


9.20(A) 4 nails

9.20(A) 4 nails

9.20(A) 4 nails

Up to 1800

9.20(A) 6 nails

Up to 2400

9.20(A) 6 nails

9.20(A) 4 nails 9.20(A) 4 nails 9.20(A) 6 nails

9.20(A) 6 nails

9.20(A) 6 nails

Up to 3000

9.20(A) 6 nails

9.20(A) 4 nails

Up to 3600

9.20(B) 4 nails

9.20(B) 6 nails

9.20(B) 6 nails 9.20(B) 6 nails

9.20(B) 6 nails 9.20(C) M12








Ar03

Sec 1

Ar03

Sec 2

GROUND FLOOR BRACING DETAILS UNIT 1:

Wind Speed = N2

Direction 1: Wind Pressure (AS1684.2 Table 8.3) = 0.81 kPaContributory Surface Area = 49.8 m2Required Wind Bracing Capacity = 40.3 kNAchieved Bracing Capacity = 40.8 kN

Direction 2:Wind Pressure (AS1684.2 Table 8.5) = 0.85 kPaContributory Surface Area = 37.2 m2Required Wind Bracing Capacity = 31.6 kNAchieved Bracing Capacity = 32.4 kN

Bracing Units:

PA = 3.4 kN/mPB = 6.0kN/mSA = 1.5kN/mSB = 3.0kN/m

Direction 1

>

Direction 2 >

PB-1

150

Provide PB sheet bracing to entire ground floor wall, including above openings

PB-2

45

0

PB-3

20

0

SB-2700

PB-900

PA-900

PA-1500

SB-2700

SB-2700

PB-900 PB-900

Provide 30 x 0.8 G.I. strap bracing to underside of floor joists in these areas

similar to cross bracing for roof trusses, this is to assist the transfer of lateral bracing forces at the frotn elevation back to the

main bracing walls near the kitchen.


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En10

10/07/2018

917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'



NORTH

1 : 100

Ground Floor Bracing Plan (Unit 1)








Ar03

Sec 4

Ar03

Sec 5

Ar03

Sec 3


Wind Speed = N2

Direction 1: Wind Pressure (AS1684.2 Table 8.5) = 0.85 kPaContributory Surface Area = 51.1 m2Required Wind Bracing Capacity = 21.75 kN (Half Both Units' 43.5 kN)Achieved Bracing Capacity = 28.1 kN + Portal Frame 10kN

Direction 2: Wind Pressure (AS1684.2 Table 8.3) = 0.81 kPaContributory Surface Area = 76.5 m2Required Wind Bracing Capacity = 31.0 kN (Half Both Units' 62.0 kN)Achieved Bracing Capacity = 36.9 kN


Wind Speed = N2


Direction 2:Wind Pressure (AS1684.2 Table 8.3) = 0.81 kPaContributory Surface Area = 76.5 m2Required Wind Bracing Capacity = 31.0 kN (Half Both Units' 62.0 kN)Achieved Bracing Capacity = 33.4 kN + Portal Frame 10kN

Bracing Units:


Direction 1

>Direction 2 >

PA-900PA-900

PA-900

PA-900

SB-2700SB-2700 PA-900

PA-900

PA-900SA-2700

SA-2700SA-2700 PA-900

PA-900

PA-900PA-900

SA-2700

PA-1200

PB-900 PA-600PA-600

PA-6

00

PB-3

20

0

PB-1

90

0

Provide PB sheet bracing to entire ground floor wall, including above openings

PA-3

50

0

SB

-270

0

SB

-270

0

Port

al F

ram

ePo

rtal

Fra

me

SB-1800


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En11

10/07/2018

917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'



NORTH

1 : 100

Ground Floor Bracing Plan (Units 2 & 3)












Ar03

Sec 1

Ar03

Sec 2

FIRST FLOOR BRACING DETAILS UNIT 1:

Wind Speed = N2

Direction 1: Wind Pressure (AS1684.2 Table 8.2) = 0.70 kPaContributory Surface Area = 23.3 m2Required Wind Bracing Capacity = 16.3 kNAchieved Bracing Capacity = 29.5 kN

Direction 2:Wind Pressure (AS1684.2 Table 8.4) = 0.77 kPaContributory Surface Area = 17.3 m2Required Wind Bracing Capacity = 13.3 kNAchieved Bracing Capacity = 32.4 kN

Bracing Units:


Direction 1

>

Direction 2 >

SB-1800 SB-1800

SB-1800

SB-1800

PA-1200

PA-600

SB

-240

0

SB

-180

0

PA-6

00

PA-6

00

SB

-180

0

PA-6

00

PA-6

00

PA-1400

SB

-180

0


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En12

10/07/2018

917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'



NORTH

1 : 100

First Floor Bracing Plan (Unit 1)








Ar03

Sec 4

Ar03

Sec 5

Ar03

Sec 3


Wind Speed = N2




Wind Speed = N2


Direction 2:Wind Pressure (AS1684.2 Table 8.2) = 0.72 kPaContributory Surface Area = 33.4 m2Required Wind Bracing Capacity = 12.05 kN (Half Both Units' 24.1 kN)Achieved Bracing Capacity = 23.6 kN

Bracing Units:


Direction 1

>

Direction 2 >

SA-2400

PA-6

00

SA-2700

SA-1800SA-1800

PA-1300

PA-600

PA-6

00

PA-6

00

PA-6

00

SA-1800SB-2700PA-600

SA

-240

0

SA

-240

0

SA

-240

0

SA-2700 SA-1800

PA-6

00

SB

-180

0

PB-1

00

0

SA

-240

0

SA

-240

0


Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En13

10/07/2018

917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'



NORTH

1 : 100

First Floor Bracing Plan (Units 2 & 3)






Pod voidPod void Pod void

Pod voidPod void

Pod void

SL82 mesh top (typical)

Damp-proofing membrane, Typical

50 sand layer (typical)

110300 1090 x 1090 pod void max.85

310

172

3-N12 bars bottom with R6 ties @ 900 cts

1-N12 bar bottom

300

300 300

310

85

86

3-N12 bar bottom with R6 ties @ 900 cts

25 x 200 weatherseal rebate across garage door opening

(where required)

EB1Scale 1:20

IB1Scale 1:20

SDB1Scale 1:20

EB2Scale 1:20

3-N12 bar bottom

3-N12 bar bottom with R6 ties @ 900 cts


Pod void

400

PW1Scale 1:20



3-N12 bars bottom with R6 ties @900 ctrs

400

300

Groundline

90 x 90 kiln dried treated pine or 100 x 100 hardwood post

EB3Scale 1:20

100

23040

40 230

Bri

ckw

ork

Ope

ning

25 deep weatherseal rebate across garage door opening (where required)

Weatherseal Rebate Detail (Plan)Scale 1:20

NATURAL GROUND LINE

2

1

NATURAL GROUND LINE

400

Proposed 400mm diameter piers founded 1800 onto bedrock, refer

geotechnical report for approximate depths. Note cutting and filling will vary depths noted in report. Provide

4/N12 vertical bars in a 2 x 2 grid, R6 ligatures @ max 300 cts, extending min 150 into footing with 150 cog to

bottom bars, 50 cover. (typical)

400

Typical Slab Piering DetailsScale 1:20

Pod void


Pod void

310

Pipe Penetrations Detail NTS

All pipes/plumbing penetrations through the footings shall be sleeved using closed-cell ployethylene lagging or similar as per AS2870 Clause 6.6

Provide flexible joints to all plumbing immediately outside

the footing, set in the mid postion with minimum total movement range of 60mm

2-N12 bars top, R6 tied to mesh @ max 900 cts

Damp proof membrane (typical)

4-N12 bars bottom with R6 ties @ 900 cts

4-N12 bars top, R6 tied to mesh @ max 900 cts

Damp-proofing membrane (typical)

1-N12 bar top, tied to mesh @ max 900 cts

2-N12 bars top, tied to mesh @ max 900 cts



3-12TM top and bottom with R10 ligatures @ 600 cts

350

700

750

SF1 DetailScale 1:20

NOTE: Where SBD1 width is 400mm provide an extra

bar top and bottom

Brick piers shown indicatively, N12 vertical bar in each pier, min 300 embedment

300




Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

1 : 20

En14

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Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'








-A

Type A Tension Strap Type A Metal Angle Type B Tension Strap Detail A

Type A - Strap Bracing (SA) Specifics Type B - Strap Bracing (SB) Specifics

Type A - Sheet Bracing (PA) Specifics Type B - Sheet Bracing (PB) SpecificsSheet Bracing Details

-

Type Of Diagonal Brace

Material & Size Nailing Requirements

To Each Stud

Special Requirements

ProductAustralian Standard

Minimum Thickness For Stud Spacing (mm)

450

Panel Length (mm)

Type / Grade

Nail Size (mm)

Nail Spacing (mm)

Edge

Special Requirements

Panel length

Tension strap shall be paired

and opposing

30 x 0.8mm galvanisedmetal strap looped over plate & fixed tostud with 4 x 30mm x Ø2.8 gal flat head nails at each end

Metal AngleGalvanised angle, nom. Section 20x18x1.2mm min. Net section 42mm²

Drill holes if necessary to prevent nail splitting

1x30xØ2.8mm Galv. Flat head nail


Tension Strap

Galvanised flat metal tension strapping of min. Thickness 0.8mm & min. Net section of 15.2mm²

Straps must be properly tensioned


3x30xØ2.8mm Galv. Flat

head nail

Tension Strap

Galvanised flat metal tension strap nom. Size 30x0.8mm & min. Section of 24mm²

Straps must be properly tensioned & strap must return over top plate & under the bottom plate. The stud nearest to each end of each diagonal strap shall be fixed to the plates with straps or framing anchors 4x30xø2.8mm nails at each end.

2/30xØ3.15mm galv. Flat head nail

4/30xØ2.8mm galv. Flat head nail

Plywood AS2269

F8F11F14F27

74.543

976

4.5

900 150 300

No nogging req'd Except at sheet Ends. Nails shall Be 7mm from all Edges

Hardboard (Masonite)

AS2458 G.P. 6.4 6.4 90030mm x

Ø2.8 Galv.100 300

Nails to be 10mm From vertical Edges & 20mm from Horizontal edges. No nogging req'd Except at sheet Ends.

AS2269

F8F11F14F27

7644

976

4.5

900 / 1200

50 to plates & 150 to edge studs

300

No nogging req'd except at sheet ends. Nails shall be 7mm from all edges

AS2458 G.P. 6.4 6.4900 / 1200

300

Nails to be 10mm from vertical edges & 20mm from horizontal edges. No nogging req'd except at sheet ends.

50 to plates & 150 to edge studs

1800 Min. To 2700 Max.1800 Min. To 2700 Max.1800 Min. To 2700 Max.

Type A - Sheet Bracing Notes

1. Panel lengths greater than those listed above can be considered as a number of bracing units directly proportioned to their installed length I.E. A 1200mm panel of plywood equals 1200 / 900 = 1.33 bracing units.2. Nails should be driven just below the surface of the sheet using the hammer face only. Nails must not be punched3. Plywood panel lengths of 600mm are equivalent to 1/3 of a type a bracing unit.4. For stud spacing of 600mm c/c where noggins are installed and the plywood bracing panels are nailed to the noggins at 1500mm c/c,the plywood thickness may be as for stud spacing at 450mm c/c.5. PA* indicates full length available.6. Refer to table 1 on the following sheet for top & bottom plate fixing details.

Type B - Sheet Bracing Notes

1. Panel lengths greater than those listed above can be considered as a number of bracing units directly proportioned to their installed length I.E. A 1200mm panel of plywood equals 1200 / 900 = 1.33 bracing units.2. Nails should be driven just below the surface of the sheet using the hammer face only. Nails must not be punched3. PB* indicates full length available.4. Refer to table 1 on the following sheet for top & bottom plate fixing details.

Horizontal joints shall occur over

noggins and nailed as per top &

bottom plate

Vertical edges to be supported by studs

Nai

l sp

acin

g in

term

edia

te

Nail spacing edge

Nai

l spa

cing

ed

ge

600

ProductAustralian Standard

Minimum Thickness For Stud Spacing (mm)

450

Type / Grade

Nail Size (mm)

Nail Spacing (mm) Special Requirements

600

Panel Length (mm)

Intermediate Edge Intermediate

Plywood

Hardboard (Masonite)

30mm x Ø2.8 Galv.

30mm x Ø2.8 Galv.

30mm x Ø2.8 Galv.

To Each Plate

Type Of Diagonal Brace

Material & Size Nailing Requirements

To Each Stud

Special RequirementsTo Each Plate




Date Started:

Sheet:

Client:

Address:

Drawing No:

Scale: @ A3

Revision Schedule

As indicated

En15

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917-6187

Unit Development

BUILDERS NOTE :


SURVEY NOTE :


'M'







Either premixed 15MPa no-fines concrete or site mixed 1 cement: 6 course graded 10mm aggregate (no sand) well rodded into block voids and around blocks as shown. With 20%-30% void ratio. Pour in Max 600mm lifts, allow to harden before next lift.

25 MPa concrete footing, cast into firm natural ground of minimum 150 kPa

100 Dia ag. pipe in geosock graded to outlet

SL82 slab fabric

Mechanically compacted fill to the engineer's details

Max

1200

Min 300

Min 600, to match No-Fines extent

Retaining Wall Detail 800-1200mmScale 1:20

Max

800

Min 600

Retaining Wall Detail < 800mmScale 1:20

25 MPa concrete footing, cast into firm natural ground of minimum 150 kPa

100 Dia ag. pipe in geosock graded to outlet

Mechanically compacted fill to the engineer's details

Either premixed 15MPa no-fines concrete or site mixed 1 cement: 6 course graded 10mm aggregate (no sand) well rodded into block voids and around blocks as shown. With 20%-30% void ratio. Pour in Max 600mm lifts, allow to harden before next lift.

Austral Heron blocks, refer

manufacturer's specifications

SL82 slab fabric

'B'

First block to be half buried below ground level

'B'Austral Heron blocks, refer

manufacturer's specifications

RETAINING WALL SCHEDULE FOR MAX. 1200 HIGH

1000800

HEIGHT'H'

650

NO FINES'B'

500

1200 850

First block to be half buried below ground level

Remove back wings from 30% of blocks to engage No-Fines

concrete behind wall

Remove back wings from 30% of blocks to engage No-Fines

concrete behind wall

150

150




Date Started:

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Typical C1 SHS Base Plate Connection DetailsScale 1:20

45

45

Typical Timber Beam to Studs Connection Detail

Scale NTS

Triple studs, nail laminated

Timber beam as specified

2/30 x 1.2mm galv. steel straps, pulled strap tight up and over beam, fix with Ø3.75 x 50mm long nails. (2 skew nailed into top of nailing plate & 3 into side

of stud cluster as shown) to AS1684.2

Nailing plate (if required)

PFC/UB

Min 45 thick LVL plates,fixed to PFC with M12 4.6/S bolts, with 50 SQ washers 3.0 thick, @ Max 300 CTS, Min 60 from edges.

Typical Floor Joist to Steel Beam DetailScale NTS

Fix floor joists to LVL plates with PRYDA framing brackets/joist

hangers to suit member sizes, fixings as per manufacturer's specifications

FJ#

16 thick base plate, 6CFW to column, on 20 thk non-shrink grout, inline with wall framing, 2/M12 Hilti Hit-HY200-R HIT-V rods, min 60 edge distance, min 60 anchor spacing, min 110 embedment, installed as per manufacturer's specifications (typical)

C1/C3

Typical C2 PFC Base Plate Connection DetailsScale 1:20

45

70 16 thick base plate, 6CFW to column, on 20 thk non-shrink grout, within wall framing, 2/M12 Hilti Hit-HY200-R HIT-V rods, min 60 edge distance, min 60 anchor spacing, min 150 embedment, installed as per manufacturer's specifications (typical)

C2

C2

L304/L305

10 thick flange cleat plate, 6CFW as cap plate to C2

column, 2/M16 8.8/S bolts to top flange of PFC beam

40

40

Typical L304/L305 to C2 Connection Detail

Scale NTS

10 thick flange cleat plate, 6CFW to C2 column, 2/M16 8.8/S bolts

to bottom flange of PFC beam

90 x 10 Cleat, 6CFW to C2,2/M16 8.8/S Bolts

90 x 45 MGP10 timber plate to PFC, 1/M10 4.6/S bolt @ Max 600 cts, with 40 SQ washer 2.5 thick to timber face (typical)

10 thick web stiffener plate, 6CFW between flanges of C2 at location

of bottom flange cleat plate

Base plate for L304/L305 shown indicatively, refer detail

L106 etc

200 x 10 PL, 6FW,Hit 150, Miss 100, 200 Continuous @ ends

Max 25mm brickwork overhang on base plate

Typical Cross Section Thru Garage Lintel

Scale 1:20

SHS Column

Column Shot Fixing DetailScale NTS

Min 90 x 35 MGP10 studs

Shot fixings @ max 400 cts vertically

Column

90 x 10 Cleat, 6CFW2/M16 8.8/S Bolts (Beams <250mm Deep)3/M16 8.8/S Bolts (Beams >250mm Deep)

PFC/UB/UC 6PL Cap, 6CFW

40

40

Typical PFC/UB "Cleat" Connection To SHS Detail

Scale NTS

45

45

Column

Timber Beam

Timber Beam to Column Connection DetailScale NTS

90 x 10 cleat, 6CFW,2/M16 4.6/S bolts,

57 SQ washers 4.0 thick

80

10PL Cap, 6CFW

Min

100

PFC/UB

90 x 10 Cleat, 6CFW,2/M16 8.8/S Bolts (Beams <250mm Deep)3/M16 8.8/S Bolts (Beams >250mm Deep)

For SB1 to SB3 use 3/M20 8.8/S bolts

PFC

PFC to PFC/UB CONNECTION DETAILSCALE NTS

FB102/FB1042/M16 8.8/S bolts one either side of column or 6mm CFW

Column 10 plate cap FPBW

Typical PFC/UB "Cap" Connection To Column Detail (Continuing Over)

Scale NTS

10 plate web thickener above column

SHS

Timber Beam

300mm Timber Beam to Column Connection DetailScale NTS



80

80

70

MIN 80

6PL Cap, 6CFW

Timber Beam



80

80

70

MIN 80

UB/PFC Beam

Timber Beam to PFC Connection Detail 1Scale NTS

90 x 45 MGP10 plate, fixed to top flange with M10 4.6/S bolts and 40 SQ 2.5 thick

washers @ max 900 cts3

00

300

70

from beam termination

80

SHS

Timber Beam

360mm Timber Beam to Column Connection DetailScale NTS



100

100

80

MIN 80

6PL Cap, 6CFW

360

360mm Timber Beam



100

100

80

MIN 80

UB/PFC Steel Beam

Timber Beam to PFC Connection Detail 2Scale NTS

90 x 45 MGP10 plate, fixed to top flange with M10 4.6/S bolts and 40 SQ 2.5 thick washers @ max 900 cts

360

NOTE: For timber beam to timber beam connections adopt the relevant

"Timber Beam to PFC Connection Detail 1 or 2" to suit the beam sizes

and instead of a steel plate welded to the steel beam, use a Min 150 x 150 x

10 EA and connect the two timber beam together.




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Boral Fire Rated Party Wall Details

(or similar by other manufacturers to relevant standards)

NTS


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1 : 20

Boral Party Wall Detail









Brick skin (veneer)

Slab edge beam (see relevant detail) Proposed slab top mesh (see

relevant detail)

Brick skin wall tie, to the manufacturers specifications,

schedule of specifications details and relevant Australian Standards

Wall stud

Bottom plate

Interior sheeting to the manufacturers specifications

Proposed floor coverings in concrete slab

Nogging

Skirting

Typical 3D Construction Detail - Brick Veneer - Slab

Scale 1:20

Proposed reinforcement and ties (see relevant detail)

Damp proof course

Proposed termite protection (Kordon, Termimesh or similar), installed to the manufacturers specifications and relevant Australian Standards

Proposed sand layer and Damp-proofing membrane, Typical under slab, installed to relevant Australian Standard's requirements

Insulation to the manufacturers specifications


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Typical Wall Section - Brick Veneer - Slab

Scale 1:20

See relevant Edge Beam detail

Floor lining

Skirting

Window sill flashing

Brick window sill

Wall lining

Bottom plate

Stud wall

Window architrave

Window sill lining

Window sill plate

Window frame (shown indicative only) installed to the manufacturers specifications

Window header to the wall manufacturers details, or schedule on plans if specified

Roof structure

Soffit trim

Window architrave

Top plate

Minimum 15mm gap between head of window frame and underside of

window head to allow for deflection

Cornice

Ceiling lining

Proposed steel angle or flat bar to the schedule of specifications details, BCA requirements and

relvant Australian Standards

Brick lining above window/door


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Sill

mastic

sill brick

sill flashing

Sill

Jamb Jamb

brick veneer walling

jamb flashing

storm mould

architrave

cavity flashing

steel angle intel

timber reveals

mastic seal

aluminium framed window

Head

ALUMINIUM WINDOWS TIMBER WINDOWS

Head

Typical Wall/Window Relationship Details - Brick Veneer

Scale 1:20

ALUMINIUM WINDOW TIMBER WINDOW

flashingwindow head beam

trim firring

architrave

flashing

stud

sarking

timber reveals

aluminium window frame

timber window frame

'Z' flashing under sill

sill

architrave

Sill Sill

Jamb Jamb

Head Head

Typical Wall/Window Relationship Details - Weatherboard

Scale 1:20


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Documents

Example of a Plan Vison Unit Development Engineering Plan...H 08/03/19 Final Engineering G 27/02/19 Council Changes F 20/11/18 Council Changes E 22/10/18 Council Changes Earthworks: